ASTM D3689/D3689M-07(2013)e1
(Test Method)Standard Test Methods for Deep Foundations Under Static Axial Tensile Load
Standard Test Methods for Deep Foundations Under Static Axial Tensile Load
SIGNIFICANCE AND USE
4.1 Field tests provide the most reliable relationship between the axial load applied to a deep foundation and the resulting axial movement. Test results may also provide information used to assess the distribution of side shear resistance along the pile shaft and the long-term load-deflection behavior. A foundation designer may evaluate the test results to determine if, after applying an appropriate factor of safety, the pile or pile group has an ultimate static capacity and a deflection at service load satisfactory to support a specific foundation. When performed as part of a multiple-pile test program, the designer may also use the results to assess the viability of different piling types and the variability of the test site.
4.2 If feasible, without exceeding the safe structural load on the pile(s) or pile cap, the maximum load applied should reach a failure load from which the engineer may determine the ultimate axial static tensile load capacity of the pile(s). Tests that achieve a failure load may help the designer improve the efficiency of the foundation by reducing the piling length, quantity, or size.
4.3 If deemed impractical to apply axial test loads to an inclined pile, the engineer may elect to use axial test results from a nearby vertical pile to evaluate the axial capacity of the inclined pile. Note 1—The quality of the result produced by these test methods is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing/sampling/inspection/etc. Users of these test methods are cautioned that compliance with Practice D3740 does not in itself assure reliable results. Reliable results depend on many factors; Practice D3740 provides a means of evaluating some of those factors.
SCOPE
1.1 The test methods described in this standard measure the axial deflection of a vertical or inclined deep foundation when loaded in static axial tension. These methods apply to all deep foundations, referred to herein as “piles,” that function in a manner similar to driven piles or cast in place piles, regardless of their method of installation, and may be used for testing single piles or pile groups. The test results may not represent the long-term performance of a deep foundation.
1.2 This standard provides minimum requirements for testing deep foundations under static axial tensile load. Plans, specifications, provisions, or any combination thereof prepared by a qualified engineer may provide additional requirements and procedures as needed to satisfy the objectives of a particular test program. The engineer in responsible charge of the foundation design, referred to herein as the engineer, shall approve any deviations, deletions, or additions to the requirements of this standard.
1.3 This standard allows the following test procedures:
Procedure
Test
Section
A
Quick Test
8.1.2
B
Maintained Test (optional)
8.1.3
C
Loading in Excess of Maintained Test (optional)
8.1.4
D
Constant Time Interval Test (optional)
8.1.5
E
Constant Rate of Uplift Test (optional)
8.1.6
F
Cyclic Loading Test (optional)
8.1.7
1.4 Apparatus and procedures herein designated “optional” may produce different test results and may be used only when approved by the engineer. The word “shall” indicates a mandatory provision, and the word “should” indicates a recommended or advisory provision. Imperative sentences indicate mandatory provisions.
1.5 A qualified geotechnical engineer should interpret the test results obtained from the procedures of this standard so as to predict the actual performance and adequacy of piles used in the constructed foundation. See Appendix X1 for comments regarding some of the factors influencing the interpretation of test results.
1.6 A ...
General Information
Standards Content (Sample)
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Designation: D3689/D3689M − 07 (Reapproved 2013)
Standard Test Methods for
Deep Foundations Under Static Axial Tensile Load
This standard is issued under the fixed designation D3689/D3689M; the number immediately following the designation indicates the
year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last
reapproval. A superscript epsilon (´) indicates an editorial change since the last revision or reapproval.
ε NOTE—Designation was editorially corrected to match units information in June 2013.
1. Scope 1.5 A qualified geotechnical engineer should interpret the
test results obtained from the procedures of this standard so as
1.1 The test methods described in this standard measure the
to predict the actual performance and adequacy of piles used in
axial deflection of a vertical or inclined deep foundation when
the constructed foundation. See Appendix X1 for comments
loaded in static axial tension. These methods apply to all deep
regarding some of the factors influencing the interpretation of
foundations, referred to herein as “piles,” that function in a
test results.
manner similar to driven piles or cast in place piles, regardless
1.6 A qualified engineer shall design and approve all load-
of their method of installation, and may be used for testing
single piles or pile groups. The test results may not represent ing apparatus, loaded members, support frames, and test
procedures. The text of this standard references notes and
the long-term performance of a deep foundation.
footnotes which provide explanatory material. These notes and
1.2 This standard provides minimum requirements for test-
footnotes (excluding those in tables and figures) shall not be
ing deep foundations under static axial tensile load. Plans,
considered requirements of the standard. This standard also
specifications, provisions, or any combination thereof prepared
includes illustrations and appendices intended only for ex-
by a qualified engineer may provide additional requirements
planatory or advisory use.
and procedures as needed to satisfy the objectives of a
1.7 The values stated in either SI units or inch-pound units
particular test program. The engineer in responsible charge of
are to be regarded separately as standard. The values stated in
the foundation design, referred to herein as the engineer, shall
each system may not be exact equivalents; therefore, each
approve any deviations, deletions, or additions to the require-
system shall be used independently of the other. Combining
ments of this standard.
values from the two systems may result in non-conformance
1.3 This standard allows the following test procedures:
with the standard.
Procedure Test Section
1.8 The gravitational system of inch-pound units is used
A Quick Test 8.1.2
B Maintained Test (optional) 8.1.3
when dealing with inch-pound units. In this system, the pound
C Loading in Excess of Maintained Test (optional) 8.1.4
[lbf] represents a unit of force [weight], while the unit for mass
D Constant Time Interval Test (optional) 8.1.5
isslugs.Therationalizedslugunitisnotgiven,unlessdynamic
E Constant Rate of Uplift Test (optional) 8.1.6
F Cyclic Loading Test (optional) 8.1.7
[F=ma] calculations are involved.
1.4 Apparatus and procedures herein designated “optional”
1.9 All observed and calculated values shall conform to the
may produce different test results and may be used only when
guidelines for significant digits and rounding established in
approved by the engineer. The word “shall” indicates a
Practice D6026.
mandatory provision, and the word “should” indicates a
1.10 The method used to specify how data are collected,
recommended or advisory provision. Imperative sentences
calculated, or recorded in this standard is not directly related to
indicate mandatory provisions.
theaccuracytowhichthedatacanbeappliedindesignorother
uses, or both. How one applies the results obtained using this
standard is beyond its scope.
These test methods are under the jurisdiction ofASTM Committee D18 on Soil
and Rock and are the direct responsibility of Subcommittee D18.11 on Deep
1.11 ASTM International takes no position respecting the
Foundations.
validity of any patent rights asserted in connection with any
Current edition approved June 15, 2013. Published July 2013. Originally
item mentioned in this standard. Users of this standard are
approved in 1978. Last previous edition approved in 2007 as D3689 – 07. DOI:
10.1520/D3689_D3689M-07R13. expresslyadvisedthatdeterminationofthevalidityofanysuch
Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959. United States
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D3689/D3689M − 07 (2013)
patent rights, and the risk of infringement of such rights, are 3.2.6 wireline, n—a steel wire mounted with a constant
entirely their own responsibility. tensionforcebetweentwosupportsandusedasareferenceline
to read a scale indicating movement of the test pile.
1.12 This standard does not purport to address all of the
safety concerns, if any, associated with its use. It is the
4. Significance and Use
responsibility of the user of this standard to establish appro-
priate safety and health practices and determine the applica- 4.1 Field tests provide the most reliable relationship be-
bility of regulatory limitations prior to use. tween the axial load applied to a deep foundation and the
resulting axial movement. Test results may also provide
2. Referenced Documents
information used to assess the distribution of side shear
2.1 ASTM Standards:
resistancealongthepileshaftandthelong-termload-deflection
D653 Terminology Relating to Soil, Rock, and Contained
behavior.Afoundationdesignermayevaluatethetestresultsto
Fluids
determine if, after applying an appropriate factor of safety, the
D3740 Practice for Minimum Requirements for Agencies
pile or pile group has an ultimate static capacity and a
Engaged in Testing and/or Inspection of Soil and Rock as
deflection at service load satisfactory to support a specific
Used in Engineering Design and Construction
foundation. When performed as part of a multiple-pile test
D5882 Test Method for Low Strain Impact Integrity Testing
program, the designer may also use the results to assess the
of Deep Foundations
viability of different piling types and the variability of the test
D6026 Practice for Using Significant Digits in Geotechnical
site.
Data
4.2 If feasible, without exceeding the safe structural load on
D6760 Test Method for Integrity Testing of Concrete Deep
the pile(s) or pile cap, the maximum load applied should reach
Foundations by Ultrasonic Crosshole Testing
a failure load from which the engineer may determine the
2.2 American National Standards:
ultimate axial static tensile load capacity of the pile(s). Tests
ASME B30.1 Jacks
that achieve a failure load may help the designer improve the
ASME B40.100 Pressure Gages and Gauge Attachments
efficiency of the foundation by reducing the piling length,
ASME B89.1.10.M Dial Indicators (For Linear Measure-
quantity, or size.
ments)
4.3 If deemed impractical to apply axial test loads to an
3. Terminology
inclined pile, the engineer may elect to use axial test results
3.1 Definitions—For common definitions of terms used in
from a nearby vertical pile to evaluate the axial capacity of the
this standard see Terminology D653. inclined pile.
NOTE 1—The quality of the result produced by these test methods is
3.2 Definitions of Terms Specific to This Standard:
dependent on the competence of the personnel performing it, and the
3.2.1 cast in-place pile, n—a deep foundation unit made of
suitability of the equipment and facilities used. Agencies that meet the
cement grout or concrete and constructed in its final location,
criteria of Practice D3740 are generally considered capable of competent
and objective testing/sampling/inspection/etc. Users of these test methods
e.g. drilled shafts, bored piles, caissons, auger cast piles,
are cautioned that compliance with Practice D3740 does not in itself
pressure-injected footings, etc.
assure reliable results. Reliable results depend on many factors; Practice
3.2.2 deep foundation, n—a relatively slender structural
D3740 provides a means of evaluating some of those factors.
element that transmits some or all of the load it supports to soil
or rock well below the ground surface, such as a steel pipe pile 5. Test Foundation Preparation
or concrete drilled shaft.
5.1 Excavateoraddfilltothegroundsurfacearoundthetest
3.2.3 driven pile, n—a deep foundation unit made of pre-
pile or pile group to the final design elevation unless otherwise
formed material with a predetermined shape and size and
approved by the engineer.
typicallyinstalledbyimpacthammering,vibrating,orpushing.
5.2 Design and construct the test pile(s) so that any location
3.2.4 failure load, n—for the purpose of terminating an
along the depth of the pile will safely sustain the maximum
axial tensile load test, the test load at which continuing,
anticipated axial compressive and tensile load to be developed
progressive movement occurs, or at which the total axial
at that location. Cut off or build up the test pile(s) as necessary
movement exceeds 15 % of the pile diameter or width, or as
to permit construction of the load-application apparatus, place-
specified by the engineer.
ment of the necessary testing and instrumentation equipment,
3.2.5 telltale rod, n—an unstrained metal rod extended and observation of the instrumentation. Remove any damaged
through the test pile from a specific point to be used as a or unsound material from the pile top as necessary to properly
reference from which to measure the change in the length of install the apparatus for measuring movement, for applying
the loaded pile. load, and for measuring load.
5.3 For tests on pile groups, cap the pile group with
For referenced ASTM standards, visit the ASTM website, www.astm.org, or
steel-reinforced concrete or a steel load frame designed to
contact ASTM Customer Service at service@astm.org. For Annual Book of ASTM
safely sustain the anticipated loads.
Standards volume information, refer to the standard’s Document Summary page on
the ASTM website.
5.4 Install structural tension connectors extending from the
Available from American Society of Mechanical Engineers (ASME), ASME
test pile or pile cap, constructed of steel straps, bars, cables,
International Headquarters, Three Park Ave., New York, NY 10016-5990, http://
www.asme.org. and/or other devices bolted, welded, cast into, or otherwise
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D3689/D3689M − 07 (2013)
firmly affixed to the test pile or pile cap to safely apply the material from the top of the reaction piles, and provide a
maximum required tensile test load without slippage, rupture, smooth bearing surface parallel to the reaction or test beam(s).
or excessive elongation. Carefully inspect these tension mem- To minimize stress concentrations due to minor surface
bers for any damage that may reduce their tensile capacity. irregularities, set steel bearing plates on the top of precast or
Tension members with a cross-sectional area reduced by cast-in-place concrete reaction piles in a thin layer of quick-
corrosion or damage, or material properties compromised by setting, non-shrink grout, less than 6 mm [0.25 in.] thick and
fatigue, bending, or excessive heat, may rupture suddenly having a compressive strength greater than the reaction pile at
underload.Donotusebrittlematerialsfortensionconnections. the time of the test. For steel reaction piles, weld a bearing
NOTE 2—Deep foundations sometimes include hidden defects that may
plate to each pile, or weld the cap or test beam(s) directly to
go unnoticed prior to static testing. Low strain integrity tests as described
each pile. For timber reaction piles, set the bearing plate(s)
inTest Method D5882 and ultrasonic crosshole integrity tests as described
directly on the cleanly cut top of the pile, or in grout as
in Test Method D6760 may provide a useful pre-test evaluation of the test
described for concrete piles.
foundation.
6.1.4 Provide a clear distance between the test pile(s) and
6. Apparatus for Applying and Measuring Loads
the reaction piles or cribbing of at least five times the
maximum diameter of the largest test or reaction pile(s), but
6.1 General:
not less than 2.5 m [8 ft]. The engineer may increase or
6.1.1 The apparatus for applying tensile loads to a test pile
decrease this minimum clear distance based on factors such as
or pile group shall conform to one of the methods described in
the type and depth of reaction, soil conditions, and magnitude
6.3 – 6.6. The method in 6.3 is recommended. The method in
of loads so that reaction forces do not significantly effect the
6.5 can develop high tensile loads with relatively low jacking
test results.
capacity, but does not perform well for tests to failure or for
large upward movements.
NOTE 3—Excessive vibrations during reaction pile installation in
6.1.2 Reaction piles, if used, shall be of sufficient number
non-cohesive soils may affect test results. Reaction piles that penetrate
and installed so as to safely provide adequate reaction capacity deeper than the test pile may affect test results. Install the anchor piles
nearest the test pile first to help reduce installation effects.
without excessive movement. When using two or more reac-
tion piles at each end of the test beam(s), cap them with
6.1.5 Each jack shall include a lubricated hemispherical
reaction beams (Fig. 1). Locate reaction piles so that resultant
bearingorsimilardevicetominimizelateralloadingofthepile
test beam load supported by them acts at the center of the
or pile group. The hemispherical bearing(s) should include a
reaction pile group. Cribbing, if used as a reaction, shall be of
locking mechanism for safe handling and setup.
sufficient plan dimensions to transfer the reaction loads to the
6.1.6 Provide bearing stiffeners as needed between the
soil without settling at a rate that would prevent maintaining
flanges of test and reaction beams.
the applied loads.
6.1.7 Provide steel bearing plates to spread the load to and
6.1.3 Cut off or build up reaction piles as necessary to place
between the jack(s), load cell(s), hemispherical bearing(s), test
the reaction or test beam(s). Remove any damaged or unsound
beam(s), reaction beam(s), and reaction pile(s). Unless other-
wise specified by the engineer, the size of the bearing plates
shall be not less than the outer perimeter of the jack(s), load
cell(s), or hemispherical bearing(s), nor less than the total
width of the test beam(s), reaction beam(s), reaction piles so as
to provide full bearing and distribution of the load. Bearin
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